边坡稳定性分析例题Word格式.docx

边坡稳定性分析例题Word格式.docx

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Xi

sinAi

cosAi

Si

Gi=Si*r

Ni=GicosAi

Ti=GisinAi

L

1

26.75

0.731231

0.68213

6.6224

115.892

79.0533748

84.743847

31.406

2

22.07

0.603302

0.79751

13.1051

229.339

182.900962

138.3608673

3

17.125

0.468132

0.88366

17.457

305.498

269.955499

143.0131154

4

13.013

0.35571

0.9346

15.8602

277.554

259.400448

98.7286828

5

9.8748

0.269936

0.96288

8.4375

147.656

142.174993

39.85774254

6

4.1316

0.112941

0.9936

0.5305

9.28375

9.22434997

1.048514064

7

8

合计

942.709627

505.7527691

R=

36.582

Xa=

3.1353

Xb=

29.635

K=

1.99506211

圆弧法边坡稳固性剖析表-O2

26.069

0.791442

0.61124

16.1607

282.812

172.867321

223.8295293

34.673

20.737

0.629581

0.77693

25.4912

446.096

346.587551

280.8535396

15.277

0.4638

0.88594

25.6378

448.662

397.487072

208.0893293

10.25

0.311187

0.95035

26.2598

459.547

436.729458

143.0047778

5.4122

0.164314

0.98641

18.0611

316.069

311.773249

51.93468946

1.1486

0.034871

0.99939

5.8908

103.089

103.026302

3.594865077

1768.47095

911.3067305

32.938

-1.842

27.658

1.54501031

圆弧法边坡稳固性剖析表-O3

23.869

0.780602

0.62503

20.0794

351.39

219.62848

274.2952996

38.238

19.166

0.626783

0.77919

38.8931

680.629

530.342059

426.6069338

14.363

0.469714

0.88282

38.5938

675.392

596.24831

317.2406523

9.1263

0.298458

0.95442

35.7511

625.644

597.129171

186.7283594

4.635

0.151579

0.98845

29.8233

521.908

515.877216

79.11003333

-3.304

-0.10806

0.99414

16.8884

295.547

293.816367

-31.9369993

-4.202

-0.1374

0.99052

2.3068

40.369

39.9861159

-5.546773633

2793.02772

1246.497506

30.578

-5.86

26.64

1.51882406

圆弧法边坡稳固性剖析表-O4

23.059

0.792722

0.60958

22.329

390.758

238.199448

309.7619193

42.124

19.387

0.666478

0.74553

49.3117

862.955

643.354395

575.140003

14.001

0.481314

0.87655

53.4268

934.969

819.545349

450.0138359

8.805

0.302693

0.95309

47.417

829.798

790.87019

251.1737119

4.1635

0.14313

0.9897

42.6951

747.164

739.471348

106.9417666

-3.294

-0.11322

0.99357

30.1196

527.093

523.703649

-59.67846139

-5.64

-0.19387

0.98103

12.5422

219.489

215.323994

-42.5532538

-8.936

-0.30718

0.95165

0.1126

1.9705

1.87522758

-0.605303047

3972.3436

1590.194219

29.089

-9.269

26.232

1.53906982

圆弧法边坡稳固性剖析表-O5

23.072

0.817199

0.57636

25.1032

439.306

253.196238

359.0005943

46.352

18.566

0.657624

0.75335

55.0529

963.426

725.793355

633.5717651

13.738

0.486586

0.87363

68.7233

1202.66

1050.68089

585.1968249

8.7912

0.311387

0.95028

63.5402

1111.95

1056.67075

346.2477724

3.7765

0.133765

0.99101

54.5968

955.444

946.857533

127.8047302

-1.122

-0.03975

0.99921

45.1172

789.551

788.926914

-31.38638895

-5.961

-0.21114

0.97745

27.4401

480.202

469.375592

-101.3916866

-6.182

-0.21897

0.97573

6.1231

107.154

104.553828

-23.46338156

5396.0551

1895.58023

28.232

-12.26

26.235

1.63917739

3.盘算成果剖析与结论

3.1盘算成果剖析

稳固系数K与滑动面地位变化示意图.

重点解释：

稳固系数在滑动面在路基最左端时最大,然后逐渐减小,当滑动面在路基中央时达到最小,为1.51,然后当滑动面在路基上的点持续向右移动时,稳固系数又逐渐增大,到达最右端时为1.64.

3.2结论

1）因为Kmin=1.51,大于规范划定的1.20~1.25,故边坡稳固.

2）不知足请求,若何处理:

1.减小边坡坡度

2.换添路基土,选择粘性系数较大的土

3.加固边坡